|Table of Contents|

Study on seismic behavior of end plate joint of square concrete-filled steel tube column and steel beam with U-shaped parts(PDF)

《建筑科学与工程学报》[ISSN:1673-2049/CN:61-1442/TU]

Issue:
2025年03期
Page:
68-79
Research Field:
建筑结构
Publishing date:

Info

Title:
Study on seismic behavior of end plate joint of square concrete-filled steel tube column and steel beam with U-shaped parts
Author(s):
HU Jiadi1;  NIE Shaofeng1;  JIANG Xin1;  YAO Xinmei1;  ZHANG Ben2;  WANG Junkai3
(1. School of Civil Engineering, Chang'an University, Xi'an 710061, Shaannxi, China; 2. A+E Design Co., Ltd., Shenzhen 518028, Guangdong, China; 3. Shaanxi square building testing Co., Ltd., Xi'an 710061, Shaannxi, China)
Keywords:
square concrete-filled steel tube column;  U-shaped part;  end plate joint;  seismic behavior;  numerical analysis
PACS:
TU311
DOI:
10.19815/j.jace.2024.05017
Abstract:
The seismic behavior of concrete-filled square steel tube(CFST)column and steel beam end-plate joints with U-shaped parts was numerically studied. On the basis of verifying the correctness of finite element model, the influences of the height of flange, the width of web, the middle breaking length of U-shaped part and the linear stiffness ratio of beam-column on the failure mode, hysteresis performance and skeleton curve of the joint were studied. The results show that the joint exhibits satisfied seismic behavior with plump hysteresis curve. The U-shaped part is embedded in concrete in column and the stiffening rib is set in the middle of U-shaped part to protect concrete in the core area and plastic hinge moving away from the joint, which meets the seismic design principle of “strong node and weak member”. When the width of web of U-shaped parts is increased from 0.58a to a(a is column side length), the initial rotational stiffness of joint is reduced by 26.37%, and the ductility coefficient is reduced by 62.86%. It is recommended that the web width of U-shaped parts should be 0.58a-0.75a. When the breaking length in the middle of U-shaped part is increased from 0 to 0.3h(h is the height of beam), the bearing capacity of joint is reduced by no more than 1%, and it is recommended that the breaking length should not exceed 0.3h. The beam-column linear stiffness ratio has a great influence on the seismic performance of joint. When the beam-column linear stiffness ratio increases from 0.255 to 0.549, the maximum bending moment of the specimen increases by 72% and the initial rotational stiffness of joint increases by 40%. When the axial compression ratio increases from 0.30 to 0.90, the maximum bending moment of specimen decreases by 4.1%, and the ductility coefficient of joint decreases by 4.7%. The recommended axial compression ratio limit is 0.7.

References:

[1] 周绪红,刘界鹏.钢管约束混凝土柱的性能与设计[M].北京:科学出版社,2010.
ZHOU Xuhong, LIU Jiepeng. Performance and design of steel tube confined concrete column[M]. Beijing: Science Press, 2010.
[2]钱玉龙.方钢管柱-H型钢梁翻转槽钢装配式节点的受弯机理及力学模型[D].徐州:中国矿业大学,2019.
QIAN Yulong. Flexural mechanism and theoretical model of reverse channel prefabricated connections between square tubular column and H-shaped beam[D]. Xuzhou: China University of Mining and Technology, 2019.
[3]吕西林,李学平,余 勇.方钢管混凝土柱与钢梁连接的设计方法[J].同济大学学报(自然科学版),2002,30(1):1-5.
LU Xilin, LI Xueping, YU Yong. Design method for connections between concrete-filled square tubular columns and steel beams[J]. Journal of Tongji University(Natural Science), 2002, 30(1): 1-5.
[4]宗周红,林于东,陈慧文,等.方钢管混凝土柱与钢梁连接节点的拟静力试验研究[J].建筑结构学报,2005,26(1):77-84.
ZONG Zhouhong, LIN Yudong, CHEN Huiwen, et al. Quasi-static test on concrete-filled square steel tube column to steel beam connections[J]. Journal of Building Structures, 2005, 26(1): 77-84.
[5]王文达,韩林海,游经团.方钢管混凝土柱-钢梁外加强环节点滞回性能的实验研究[J].土木工程学报,2006,39(9):17-25,61.
WANG Wenda, HAN Linhai, YOU Jingtuan. Experimental studies on hysteretic behaviors of steel beam to concrete filled SHS column connections with stiffening ring[J]. China Civil Engineering Journal, 2006, 39(9): 17-25, 61.
[6]聂少锋,叶梦娜,武杨凡,等.方钢管约束型钢混凝土柱-RC环梁节点抗震性能[J].建筑科学与工程学报,2019,36(2):84-91.
NIE Shaofeng, YE Mengna, WU Yangfan, et al. Seismic behavior of square tube confined steel-reinforced concrete column-RC ring beam joint[J]. Journal of Architecture and Civil Engineering, 2019, 36(2): 84-91.
[7]ZHANG A L, QIU P, GUO K, et al. Experimentalstudy of earthquake-resilient end-plate type prefabricated steel frame beam-column joint[J]. Journal of Constructional Steel Research, 2020, 166: 105927.
[8]WANG Y C, XUE L. Experimental study of moment-rotation characteristics of reverse channel connections to tubular columns[J]. Journal of Constructional Steel Research, 2013, 85: 92-104.
[9]付 波,王彦超,童根树.矩形钢管混凝土柱-H形钢梁外顶板式节点抗震性能试验研究[J].工程力学,2020,37(7):125-137.
FU Bo, WANG Yanchao, TONG Genshu. Experimental study on the seismic behavior of CFST rectangular column to H-section steel beam connections with external stiffeners[J]. Engineering Mechanics, 2020, 37(7): 125-137.
[10]聂少锋,王 硕,刘 波,等.带U形连接件的加强式梁柱弱轴端板连接节点抗震性能研究[J].建筑钢结构进展,2023,25(1):38-48.
NIE Shaofeng, WANG Shuo, LIU Bo, et al. Study on the seismic behavior of weak-axis end-plate joint of reinforced beam to column with U-shaped connector[J]. Progress in Steel Building Structures, 2023, 25(1): 38-48.
[11]门式刚架轻型房屋钢结构技术规范:GB 51022—2015[S].北京:中国建筑工业出版社,2016.
Technical specification for steel structure of light-weight buildings with gabled frames: GB 51022—2015[S]. Beijing: China Architecture & Building Press, 2016.
[12]钢结构设计标准:GB 50017—2017[S].北京:中国建筑工业出版社,2017.
Standard for design of steel structures: GB 50017—2017[S]. Beijing: China Architecture & Building Press, 2017.
[13]Recommended seismic design criteria for new steel moment-frame buildings: FEMA-350[S]. Washington DC: Federal Emergency Management Agency, 2000.
[14]韩林海.钢管混凝土结构:理论与实践[M].北京:科学出版社,2004.
HAN Linhai. Concrete-filled steel tubular structure: theory and practice[M]. Beijing: Science Press, 2004.
[15]混凝土结构设计规范:GB 50010—2002[S].北京:中国建筑工业出版社,2004.
Code for design of concrete structures: GB 50010—2002[S]. Beijing: China Architecture & Building Press, 2004.
[16]BALTAY P, GJELSVIK A. Coefficient of friction for steel on concrete at high normal stress[J]. Journal of Materials in Civil Engineering, 1990, 2(1): 46-49.
[17]SCHNEIDER S P. Axially loaded concrete-filled steel tubes[J]. Journal of Structural Engineering, 1998, 124(10): 1125-1138.
[18]ROEDER C W, CAMERON B, BROWN C B. Composite action in concrete filled tubes[J]. Journal of Structural Engineering, 1999, 125(5): 477-484.
[19]MORISHITA Y, TOMII M, YOSHIMURA K. Experimental studies on bond strength in concrete filled circular steel tubular columns subjected to axial loads[J]. Transactions of Japan Concrete Institute, 1979, 1: 351-358.
[20]Seismic provisions for structural steel building: ANSI/AISC 341-05[S]. Chicago: America Institute of Steel Construction, 2010.
[21]建筑抗震设计规范:GB 50011—2010[S].北京:中国建筑工业出版社,2016.
Code for seismic design of buildings: GB 50011—2010[S]. Beijing: China Architecture & Building Press, 2016.
[22]组合结构设计规范:JGJ 138—2016[S].北京:中国建筑工业出版社,2016.
Code for design of composite structures: JGJ 138—2016[S]. Beijing: China Architecture & Building Press, 2016.

Memo

Memo:
-
Last Update: 2025-06-01